Statement_of_Work_(SOW)_Crab_Orchard_NWR_Playport_Marina.pdf

UNITED STATES DEPARTMENT OF THE INTERIOR

U.S. FISH AND WILDLIFE SERVICE

CRAB ORCHARD NATIONAL WILDLIFE REFUGE

Statement of Work/Need

Playport Marina Boat Ramp Replacement

November 2021

Introduction

Crab Orchard National Wildlife Refuge (CONWR) is seeking replacement of an existing boat ramp located at the Playport Marina on CONWR property. CONWR comprises approximately

44,000 acres of habitat in Southern Illinois, including hardwood forest, agricultural land, grazing units, brushland, wetlands, and lakes. Playport Marina is a popular destination for boaters in

Southern Illinois.

Specifications

Specifications for the boat ramp are included as Attachment A and Attachment B. Attachment A is composed of architectural drawings and Attachment B is composed of written specifications for the project.

Performance Timeframes

Interested parties should be aware that this is a time-critical proposal. Optimal performance time exists between 1 November 2021 and 1 March 2022. During that timeframe, Crab Orchard Lake will be drawn down below normal pool and the site (Playport Marina) will be closed and available for work. If site work extends beyond 1 March 2022, the Government cannot guarantee that the lake will continue to be below normal pool. Use of cofferdams and water control structures may be necessary, both prior to and after 1 March 2022, depending on the on-site situation. Interested parties should be prepared to de-water the worksite depending upon conditions.

Technical Point of Contact (POC)

The Technical Point of Contact (POC) for this contract is:

Mr. Kevin Reichert

Maintenance Supervisor

Crab Orchard National Wildlife Refuge

618-998-5980

Kevin_Reichert@fws.gov

Modifications to the Boat Ramp at the Playport Marina 01 11 00-1 Summary of Work October 2021

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.01 SUMMARY

A. The work outlined in these Specifications includes replacement of the Playport Marina

Boat Ramp.

1.02 SITE LOCATION

A. Project location is at the Playport Marina on Crab Orchard Lake, located on Government land in the Crab Orchard National Wildlife Refuge, Williamson County, Illinois. Exact location of Project is indicated on the "Location Map" on the first sheet of the Drawings.

1.03 WORK COVERED BY CONTRACT DOCUMENTS

A. Without intending to limit or restrict extent of work required under this Contract, Work to be performed comprises the following:

1. Staging areas and erosion control measures.

2. Temporary control of the reservoir.

3. Diversion of water measures to protect the work area.

4. Demolition of the existing boat ramp and roadway.

5. Excavation and site grading for the construction of the boat ramp.

6. Construction of the reinforced concrete boat ramp, which includes but is not limited to preparation of the subgrade and placement of the cast-in-place concrete.

7. Site restoration including placement of topsoil and seeding.

B. Provide without additional compensation, any apparatus, material and labor not specifically mentioned in specifications or indicated on Drawings, that is necessary to complete or perfect any portion of work in a substantial manner and in compliance with requirements implied or intended in these Contract Documents. This includes materials, devices or methods peculiar to the apparatus or system provided.

1.04 DRAWINGS

A. Project Drawings: The Drawings accompanying these Specifications are hereby made a part of the Contract. The Work relative to the Contract is indicated in the set of Drawings.

KReichert Highlight

KReichert Highlight

KReichert Highlight at the Playport Marina 01 11 00-2 Summary of Work

1.05 PROFILES AND TOPOGRAPHY

A. Profiles, topography, and details for the work are schematic in nature and, with the exception of dimensioned construction details, are presented only for the purpose of conveying the concept and the limit of specified work. The Contractor shall verify all details in the field. The misuse of noted information for other than that indicated and subsequent suffering of damages as a result of misuse shall not be cause for any claim by the Contractor. Information is believed to be reasonably correct, but is not guaranteed.

1.06 PHYSICAL DATA

A. Become fully informed concerning location of public or private facilities and structures on, under, or over Project, which may interfere with operations. It is assumed Contractor has prepared bid and entered into Contract with full understanding of conditions to be encountered, and responsibilities in connection with that.

B. From investigations and field surveys, location of facilities and structures are indicated on Drawings, but location of utilities (i.e. water, electric, gas, sewer, telephone lines, etc.), and nature of materials is not guaranteed. Indication on Drawings of such facilities will not be assumed to relieve Contractor of any responsibility with respect to it nor will CO/COR be held responsible for any omission or failure to give notice to Contractor of any other facility or structure on, under, or over Project, or presence of rock or unsuitable material.

1.07 ADJACENT PROPERTY AND RIGHT-OF-WAY

A. Do not trespass, store material or equipment or in any other manner occupy any property outside of the construction right-of-ways, easements or limits of disturbance shown on the Drawings without written permission of the owner of the property. Any damage done by the Contractor to property outside of said work areas shall be restored immediately to the property owner's satisfaction at the Contractor's expense.

1.08 UTILITY OWNERS

A. Do not operate, move, relocate, or in any way interfere with the operation of existing utilities at, near, or outside the work area without first contacting a qualified representative of the utility involved and obtaining a written approval from this representative.

PART 2 PRODUCTS

NOT USED

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PART 3 EXECUTION

NOT USED

PART 4 MEASUREMENT AND PAYMENT

END OF SECTION

at the Playport Marina 01 30 00-1 Administrative Requirements

SECTION 01 30 00

ADMINISTRATIVE REQUIREMENTS

1.01 GENERAL

A. Refer the submittal register or technical specifications for all submittals required.

B. When specifically requested by the Contracting Officer (CO), Contractor’s Officer’s

Representative (COR) or the Government’s Construction Inspector, the Contractor shall provide copies of manufacturer's written installation instructions and/or recommendations for review and approval prior to accomplishing equipment installation.

1.02 SUBMITTALS

A. A submittal register, listing items requiring submittals, is provided as at attachment to this Specification. This listing is a minimum to be submitted by the Contractor, each specification section will have precedence over this listing.

B. The Contractor shall provide all required submittals to the COR within 30 days of award except for items noted otherwise on the submittal register.

C. Submittals shall be submitted electronically to the COR, unless otherwise requested.

D. The approval of submittals shall not relieve the Contractor to comply with the terms and conditions of the Contract Drawings and Specifications. The Contractor shall be responsible to determine correct dimension, design, connection, detail and satisfactory construction of all Work.

E. A submittal coversheet will be provided by the Government to be used for each and every submittal. Contractor is to provide submittals under each specification section complete with all requirements included. Partial submissions will be returned not reviewed.

F. After review by the COR shop drawings will be returned marked as follows:

Approved; Approved as Noted; Revise and Resubmit; Rejected; or Receipt Acknowledged.

1. Approved: When submittals are returned Approved, it is understood that the submittals have been found to be in conformance with the Contract Documents.

The COR's approval of the shop drawings does not relieve the Contractor from responsibility for errors or discrepancies in such shop drawings.

2. Approved as Noted: When submittals are returned Approved as Noted, it is understood that the submittals have been found to be in conformance with the at the Playport Marina 01 30 00-2 Administrative Requirements October 2021

Contract Documents, provided the changes noted by the COR are incorporated in the shop drawings. Shop drawings returned Approved as Noted will not require resubmission unless noted on the return transmittal.

3. Revise and Resubmit: When submittals are returned noted Revise and Resubmit, it is understood that the Contractor shall make the required corrections and resubmit corrected submittals to COR. No fabrication is allowed.

4. Rejected: When submittals are returned Rejected, it is understood that the Contractor shall make completely submittals and submit.

5. Receipt Acknowledged: Submittals returned Acknowledge Receipt means COR has acknowledged receipt of the submittals and provided applicable comments.

1.03 PROJECT SCHEDULE

A. Contractor shall provide as required by Federal Acquisition Regulation (FAR) clauses.

Applicable FAR clauses will be provided to the resultant Contractor at the pre-construction conference.

1.04 PRICE BREAKDOWN – LUMP SUM ITEMS

A. Contractor shall provide as required by Federal Acquisition Regulation (FAR) clauses.

Applicable FAR clauses will be provided to the resultant Contractor at the pre-construction conference.

1.05 SUBCONTRACTOR’S LIST

A. Submit a list of subcontractors who will be working on the project.

1.06 SUBMITTAL OF PROGRESS PAYMENT CERTIFICATE

A. Contractor shall provide as required by FAR clauses. Applicable FAR clauses will be provided to the resultant Contractor at the pre-construction conference.

1.07 DELIVERY TICKETS

A. The Contractor shall submit to the COR, one legible copy of each delivery ticket for all material delivered to the construction site.

B. The delivery ticket shall show brand name, catalog number, and number of items received.

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PART 3 EXECUTION

NOT USED

at the Playport Marina 01 30 00-4 Administrative Requirements October 2021

SUBMITTAL REGISTRAR

Specification Reference

Section Description Project Coordination 01 31 00 Preconstruction Safety Checklist Contract Closeout 01 70 00 Record Drawings Contract Closeout 01 70 00 Test Reports Contract Closeout 01 70 00 Guarantees and Warranties Demolition 02 41 00 Demolition Plan Concrete Reinforcement 03 20 00 Shop Drawings Concrete Reinforcement 03 20 00 Certificates Concrete Reinforcement 03 20 00 Test Reports Cast-In-Place Concrete 03 30 00 Product Data Cast-In-Place Concrete 03 30 00 Mix Design Earthwork 31 00 00 Material Sources Earthwork 31 00 00 Compaction Density Test Reports Excavation Support and Protection 31 50 00 Engineering Qualification Data Excavation Support and Protection 31 50 00 Contractor Qualification Data Excavation Support and Protection 31 50 00 Cofferdam Plan

Modifications to the Boat Ramp 01 31 00-1 Project Coordination at the Playport Marina

SECTION 01 31 00

PROJECT COORDINATION

1.01 JOBSITE COORDINATION

A. Superintendence, Subcontract administration and Quality Control, is the responsibility of the Contractor.

B. Final decisions relative to items in conflict shall be made by the Contracting Officer.

C. The Government shall have the authority to temporarily suspend the Work for such time as necessary because of the failure on the part of the Contractor to perform any of the provisions of the Contract. No extension of contract performance time will be permitted until the Government determines that the deficiencies in performance, which caused the temporary suspension, have been corrected.

D. The Contractor shall have responsible superintendence on site during all project operations. Contractor shall notify Government of any changes of superintendents.

E. The Contractor shall notify the COR at least ten (10) days prior to the anticipated date of completion of all Work specified herein. Upon completion of the Work, the COR shall proceed with the final inspection which shall be completed as promptly as practicable. The time required for such inspection and for performing any corrective Work shall be included in the contract performance time.

1.02 MODIFICATIONS/CHANGE ORDER PROCEDURES

A. In the event of the need for a Change Order, the Contractor will receive a letter requesting a price quote for proposed changes to the Contract.

B. For evaluation purposes, the Contractor's quote shall be broken down to show the costs of labor and materials for each proposed category of Work included with the change, along with the total cost for Contractor's overhead, profit, and bond for the proposed changes.

C. All Contract time extensions required as a result of a proposed change must be justified and supported in detail at the time of the proposal.

1.03 PRECONSTRUCTION CONFERENCE

A. Soon after award of the Contract and prior to commencing construction, the Contractor and any subcontractors shall attend a preconstruction conference with representatives of the Government. Timely notification of the meeting will be given

Modifications to the Boat Ramp 01 31 00-2 Project Coordination

October 2021 to the Contractor. Time, date, and place of the conference will be determined by the Contracting Officer. Requirements pertaining to Contract administration, construction operations and the project schedule will be discussed. The project schedule shall be in accordance with Section 01-30-00. The Preconstruction Safety Checklist shall be submitted for review during this conference.

1.04 PROJECT MEETINGS

A. Periodic general project meetings will be conducted with a representative of the

Contractor at the project site or by telephone by the Government's representative for the purpose of coordinating, expediting, and assessing the work progress.

B. The Contractor shall provide reports of progress on the project, discuss the work schedule for the coming period and present all conflicts, discrepancies or other difficulties for resolution. A record of discussions and decisions will be prepared by the Government and distributed to those attending and others affected.

NOTE USED

PART 3 EXECUTION

Modifications to the Boat Ramp 01 42 00-1 References

SECTION 01 42 00

REFERENCES

1.01 ABBREVIATIONS

A. Abbreviations that may be used throughout the Specifications and the organization or document represented are:

AA Aluminum Association AAMA Architectural Aluminum Manufacturer's Association AASHTO American Association of State and Highway Transportation Officials ACI American Concrete Institute AIA American Institute of Architects AIEE American Institute of Electrical Engineers AISC American Institute of Steel Construction AISI American Iron and Steel Institute AMA American Materials Association ANSI American National Standards Institute ASA American Standards Association (now USAS) ASCE American Society for Civil Engineers ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials AWS American Welding Society AWWA American Water Works Association CFR Code of Federal Regulations CMP Corrugated Metal Pipe CO Contracting Officer COR Contracting Officer’s Representative CRSI Concrete Reinforcing Steel Institute CS Commercial Standards of U.S. Department of Standards CSI Construction Specifications Institute FAR Federal Acquisition Regulations FML Flexible Membrane Lining FS Federal Specifications GI Government Inspector HASP Health and Safety Plan IBC International Building Code NBC National Building Code NBS National Bureau of Standards NGVD National Geodetic Vertical Datum NPDES National Pollution Discharge Elimination System NRMCA National Ready Mix Concrete Association OSHA Occupational Safety and Health Administration, U.S. Department of

Labor PCA Portland Cement Association

Modifications to the Boat Ramp 01 42 00-2 References

October 2021

SPI Steel Products Institute SSPC Steel Structures Painting Council UBC Uniform Building Code UL Underwriters Laboratories USACE U.S. Army Corps of Engineers USBR U.S. Bureau of Reclamation USFWS U.S. Fish & Wildlife Service

B. Additional definitions, if any, will be defined as they appear in the Specifications.

1.02 DEFINITIONS

A. Definitions used in these Specifications include:

1. Government - the U.S. Fish & Wildlife Service (USFWS).

2. Contracting Officer (CO) - the person authorized by the USFWS to award and administer this Contract. The CO shall make all final decisions concerning contractual matters and has sole authority to direct changes to, or make any binding agreements concerning, this Contract.

3. Contracting Officer’s Representative (COR) - the person authorized by the USFWS and appointed by the CO, to represent the CO for all technical matters that arise under this Contract. The limited authorities and responsibilities of this person are specifically delegated in writing by the CO.

4. Work - The entire construction of the various separately identifiable parts thereof required to be provided under the Contract Documents. Work includes and is the result of performing or providing all labor, services, and documentation necessary to produce such construction, and furnishing, installing, and incorporating all materials and equipment into such construction, all as required by the Contract Documents.

5. Neat Lines - the dimension as shown on the Drawings of a line from a specified or labeled reference point.

B. Additional definitions, if any, will be defined as they appear in the Specifications.

at the Playport Marina 01 70 00-1 Contract Closeout

SECTION 01 70 00

CONTRACT CLOSEOUT

1.01 MANUFACTURERS SPECIFICATIONS

A. The installation of manufactured products and equipment, together with all associated parts, shall be in conformance with the manufacturer's recommendations, and code requirements. All installations shall be complete and ready for immediate use, and every part required for proper operation of the manufacturer's equipment shall be provided. Following the completion of the Work under this Contract, all installed equipment shall be tested for proper operation and compliance with the Contract.

1.02 FINAL INSPECTION

A. The Contractor shall request a final inspection in writing at least ten (10) days prior to the anticipated date of completion.

B. Work will not be considered ready for final inspection until all the Work has been completed and the Contractor has certified that all items are properly operating and in strict compliance with all Contract terms and conditions.

C. The Contractor or the project supervisor shall be at the job site during the final inspection.

1.03 TESTS

A. Complete all tests required to prove actual operating performance of equipment and systems incorporated into the project.

B. Submit reports of all tests to the Contracting Officer prior to final payment.

C. Provide any regulatory acceptance documents in cases of cleanup.

1.04 RECORD DRAWINGS

A. The Contractor shall provide and maintain in proper order and in good, clean condition, at the project site, one (1) complete set of full-size prints of all Drawings.

On this set, with red pencil or ink, the Contractor will neatly inscribe all changes in Work. At time of final acceptance, and prior to final payment, these corrected prints will be presented to the COR. The Contractor will note all data and changes on these at the Playport Marina 01 70 00-2 Contract Closeout record drawings in sufficient detail and clarity to provide information necessary for preparation of "as built" drawings by the Government.

1.05 GUARANTEES, WARRANTIES, AND CERTIFICATES

A. The Contractor will submit all guarantees, warranties, and certificates to the

Government prior to final payment.

B. The Government requires a 100% warranty for a period of one full year after final acceptance. Items of Work found defective during the warranty period will be replaced at no cost to the Government and the warranty for that particular part of the Work shall automatically extend for one full year beyond the completion date of repairs.

C. If a manufacturer or supplier offers a guarantee in excess of the one year requirement outlined herein, then the longer guarantee period will apply for those particular items.

PART 3 EXECUTION

NOT USED

Modifications to the Boat Ramp 02 41 00-1 Demolition

SECTION 02 41 00

DEMOLITION

1.01 WORK INCLUDES

A. Selective demolition of built site elements as noted on the Drawings.

1.02 RELATED SECTIONS

1.03 REFERENCES

A. 29 CFR 1926 - U.S. Occupational Safety and Health Standards; current edition.

B. NFPA 241 - Standard for Safeguarding Construction, Alteration, and Demolition

Operations; 2013.

1.04 SUBMITTALS

A. Demolition Plan – The Contractor shall submit their means and methods of demolition of the concrete and asphalt pavement.

3.01 SCOPE

A. Remove concrete and asphalt paving as required to accomplish new work and as shown on the Drawings.

B. Remove granular material below paving to a minimum depth of 8 inches to new finished surface.

3.02 GENERAL PRCEDURES AND PROJECT CONDITIONS

A. Comply with applicable codes and regulations for demolition operations and safety of adjacent structures and the public.

1. Obtain required permits.

2. Provide, erect, and maintain temporary barriers and security devices to close ramp/parking area during construction. Provide signage two weeks prior to start

Modifications to the Boat Ramp 02 41 00-2 Demolition

October 2021 of project work noting to public dates that ramp area is to be closed and then reopened.

3. Conduct operations to minimize effects on and interference with adjacent structures and installations.

B. Do not begin demolition until receipt of notification to proceed from Government.

C. Protect existing structures and other elements that are not to be removed.

1. Prevent movement or settlement of adjacent structures.

2. Stop work immediately if adjacent structures appear to be in danger.

D. If hazardous materials are discovered during removal operations, stop work and notify Government; hazardous materials include regulated asbestos containing materials, lead, PCB's, and mercury.

E. Hazardous Materials: Comply with 29 CFR 1926 and state and local regulations.

3.03 EXISTING UTILITIES

A. Protect existing utilities to remain from damage.

3.04 DEBRIS AND WASTE REMOVAL

A. Remove debris, junk, and trash from site.

B. Leave site in clean condition, ready for subsequent work.

C. Clean up spillage and wind-blown debris from public and private lands.

4.01 MEASUREMENT

A. All work required in this Section will not be measured for payment.

4.02 PAYMENT

A. Compensation to the Contractor for all costs associated with demolition of the concrete and asphalt pavement as shown on the Drawings shall be made at the lump sum price in the Bid Schedule for Demolition. Includes all labor, material, and equipment required to perform the demolition of the concrete and asphalt pavement as shown on the Drawings.

Modifications to the Boat Ramp 03 20 00-1 Concrete Reinforcement

SECTION 03 20 00

CONCRETE REINFORCEMENT

1.01 SECTION INCLUDES

A. Reinforcing steel for cast-in-place concrete.

B. Supports and accessories for steel reinforcement

C. Dowels for anchoring new concrete to existing concrete.

A. Section 03 30 00 – Cast-in-Place Concrete.

A. American Concrete Institute:

1. ACI 301; Specifications for Structural Concrete.

2. ACI 315; Details and Detailing of Concrete Reinforcement.

3. ACI 318; Building Code Requirements for Reinforced Concrete.

4. ACI SP-66 - ACI Detailing Manual; American Concrete Institute International.

B. American Society for Testing and Materials:

1. ASTM A615; Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

2. ASTM A663; Specification for Steel Bars, Carbon, Merchant Quality, Mechanical Properties.

3. ASTM A775/A775M - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

4. ASTM A884/A884M - Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement

5. ASTM A1064; Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

6. ASTM D3963/D3963M - Standard Specification for Fabrication and Jobsite Handling of Epoxy Coated Reinforcing Steel Bars.

C. Concrete Reinforcing Steel Institute:

1. CRSI, Manual of Standard Practice for Reinforcing Concrete Construction.

2. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute.

3. CRSI (P1) - Placing Reinforcing Bars; Concrete Reinforcing Steel Institute.

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October 2021

1.04 SUBMITTALS

A. Shop Drawings: Comply with requirements of ACI SP-66. Include bar schedules, shapes of bent bars, spacing of bars, and location of splices.

B. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project meet or exceed specified requirements.

C. Reports: Submit certified copies of mill test report of reinforcement materials analysis.

1.05 QUALITY ASSURANCE

A. Perform work of this section in accordance with ACI 301.

1.06 DELIVERY, STORAGE AND HANDLING

A. Storage of Materials:

1. Store reinforcing materials in a manner to prevent excessive rusting and fouling with dirt, grease and other bond-breaking coatings.

2. Identify bundles of reinforcing steel with tags wired to steel.

2.01 MATERIALS

A. Reinforcing Steel: ASTM A615/A615M, Grade 60 (60,000 psi).

1. Epoxy coated in accordance with ASTM A775/A775M.

B. Reinforcement Accessories

1. Tie Wire: Annealed, minimum 16 gage, 0.0508 inch.

2. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement. If blocks are used they must be of same.

C. Dowel Bars

1. Plain round bar conforming to requirements of ASTM A663, Grade 70, 75 or 80 which is not burred, roughened or deformed out-of-round so slippage is not hindered.

2. Coat with curing compound to render surface bondless.

2.02 FABRICATION

A. General: Fabricate reinforcement to the dimensions indicated on the Drawings and within the tolerances given in ACI 315. Perform bending of steel reinforcement by the cold bending method.

Modifications to the Boat Ramp 03 20 00-3 Concrete Reinforcement

October 2021

1. Do not use bars with kinks or bends not indicated on Drawings.

2. Perform bar shape fabrication in a manner that will not injure the material or lessen the member strength.

3. Use a designed bending machine, either hand- or power-operated.

4. Do not field bend bars partially embedded in concrete unless approved by the

Contracting Officer’s Representative.

3.01 INSPECTION

A. Notify Contracting Officer’s Representative 48 hours before placing concrete so they can inspect placement of metal reinforcement if desired.

3.02 INSTALLATION

A. Placing:

1. Place metal reinforcement accurately and securely brace against displacement within permitted tolerances and in accordance with ACI 318 through the use of reinforcing accessories.

2. Terminate reinforcement two inches from face of expansion joints.

3. Continue reinforcement across or through construction joints.

4. When obstructions interfere with the placement of reinforcement, pass such obstructions by placing reinforcing around it. Do not bend the reinforcing to clear the obstructions.

5. Install welded wire fabric as indicated, lapping joints eight inches and wiring securely. Extend welded wire fabric to within two inches of sides and ends of slabs.

6. Do not lay metal reinforcement on formwork.

7. Place slab reinforcement supported from the ground on concrete blocks of the correct height and having a compressive strength equal to or greater than the specified compressive strength of concrete being placed. Use concrete blocks not larger than 3 inches by 3 inches with a height equal to required bottom steel cover.

8. Reinforcement supported from formwork for slabs and beams not exposed to weather or to a continuous wet environment may use bar chairs made of plastic or metal. Use stainless steel boosters in areas exposed to a wet environment.

B. Splicing:

1. Splice metal reinforcement as indicated on the Drawings and in accordance with

ACI 318.

2. Welding of crossing bars (tack welding) is not permitted.

3. Secure metal reinforcement at intersections with not less than No. 16-gauge annealed wire or appropriate size clips. When bar spacing is less than 12 inches, tie alternate intersections.

Modifications to the Boat Ramp 03 20 00-4 Concrete Reinforcement

October 2021

4. Make mechanical butt splices in accordance with rebar splicing coupler manufacturer's installation instructions.

C. Dowel Bar Installation: Install one-half the length of coated bar dowel into slab to be poured.

D. Cleaning: Clean or otherwise protect metal reinforcement so that at the time concrete is placed, reinforcement is free from rust, scale or other coatings that will destroy or reduce bond.

E. Concrete Reinforcement Protection:

1. Provide protection for reinforcement during concrete pours in accordance with ACI 318, unless indicated otherwise on the Drawings.

A. Compensation to the Contractor for all costs associated with placement of concrete reinforcement as shown on the Drawings shall be made at the lump sum price in the Bid Schedule for Concrete Reinforcement. Includes all labor, material, and equipment required for procurement and placement of the concrete reinforcement, as shown on the Drawings.

Modifications to the Boat Ramp 03 30 00-1 Cast-In-Place Concrete

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

A. Concrete formwork.

B. Concrete for boat ramp.

C. Joint devices associated with concrete work.

D. Concrete curing.

A. Section 03 20 00 – Concrete Reinforcement.

A. American Concrete Institute:

1. ACI 117; Specifications for Tolerances for Concrete Construction and Materials and Commentary.

2. ACI 211.1; Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

3. ACI 221; Guide for Use of Normal Weight and Heavy Weight Aggregates in Concrete.

4. ACI 301; Specifications for Structural Concrete.

5. ACI 304R; Guide for Measuring; Mixing, Transporting and Placing Concrete.

6. ACI 305R; Hot Weather Concreting.

7. ACI 306R; Cold Weather Concreting.

8. ACI 308R; Guide to Curing Concrete.

9. ACI 311.5; Guide for Concrete Plant Inspection and Testing of Ready-Mixed

Concrete.

10. ACI 318; Building Code Requirements for Structural Concrete and Commentary.

11. ACI 347; Guide to Formwork for Concrete.

12. ACI 350; Code Requirements for Environmental Engineering Concrete Structures and Commentary.

B. American Society for Testing and Materials:

1. ASTM C 31; Methods of Making and Curing Concrete Test Specimens in the

Field.

2. ASTM C 33; Specification for Concrete Aggregates.

Modifications to the Boat Ramp 03 30 00-2 Cast-In-Place Concrete

October 2021

3. ASTM C 39; Test Method for Compressive Strength of Cylindrical Concrete Specimens.

4. ASTM C 78; Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading).

5. ASTM C 94; Specification for Ready-Mixed Concrete.

6. ASTM C 143; Test Method for Slump of Portland Cement Concrete.

7. ASTM C 150; Specification for Portland Cement.

8. ASTM C 171; Specification for Sheet Materials for Curing Concrete.

9. ASTM C 172; Methods of Sampling Freshly Mixed Concrete.

10. ASTM C 173; Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method.

11. ASTM C 192; Practice for Making and Curing Concrete Test Specimens in the

Laboratory.

12. ASTM C 231; Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method.

13. ASTM C 260; Specification for Air-Entraining Admixtures for Concrete.

14. ASTM C 295, Guide for Petrographic Examination of Aggregates for Concrete.

15. ASTM C 330; Specification for Lightweight Aggregate for Structural Concrete.

16. ASTM C 494; Specification for Chemical Admixtures for Concrete.

17. ASTM C 618; Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete.

18. ASTM C

19. ASTM C 989; Standard Specification for Slag Cement for Use in Concrete and

Mortars.

20. ASTM C 1260; Standard Test Method for Potential Alkali Reactivity of

Aggregates (Mortar-Bar Method).

21. ASTM C 1567; Standard Test Method for Determining the Potential Alkali-Silica

Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method).

22. ASTM C1602; Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

23. ASTM D 1751; Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

24. ASTM D 1752; Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

25. ASTM E 329; Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection.

26. ASTM D3963/D3963M - Standard Specification for Fabrication and Jobsite Handling of Epoxy Coated Reinforcing Steel Bars.

Modifications to the Boat Ramp 03 30 00-3 Cast-In-Place Concrete

October 2021

1.04 SUBMITTALS

A. Product Data: Submit manufacturer's descriptive product data and current specifications for the concrete accessories specified herein (admixtures, joint fillers, joint sealants, curing materials, waterstops, etc.). Include installation instructions.

B. Mix Design: Submit proposed concrete mix design.

1.05 QUALITY ASSURANCE

A. Perform work of this section in accordance with ACI 301 and ACI 318.

B. Follow recommendations of ACI 306R when concreting during cold weather.

1.06 MOCK-UP

A. Construct mock-up groove pattern panel for concrete surface.

1. Panel Size: 6 feet by 6 feet.

2. Panel to be located in adjacent parking area during construction.

B. Accepted mock-up panel is considered basis of quality for the finished work. Keep mock-up exposed to view for duration of concrete work.

C. Mock-up may not remain as part of the Work, remove as directed by Government at completion of the Work.

2.01 FORMWORK

A. Formwork Design and Construction: Comply with guidelines of ACI 347 to provide formwork that will produce concrete complying with tolerances of ACI 117.

B. Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances.

1. Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances.

2.02 REINFORCEMENT

A. Comply with requirements of Section 03 20 00.

2.03 CONCRETE MATERIALS

A. Cement: ASTM C150, Type II - Moderate Portland type.

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October 2021

1. Acquire all cement for entire project from same source.

2. Meet equivalent alkalies requirements of ASTM C150 – Table 2.

3. Meet false-set requirements of ASTM C150 – Table 4.

B. Fine and Coarse Aggregates: ASTM C 33.

1. Acquire all aggregates for entire project from same source.

2. Coarse aggregate shall have a maximum 3/4-inch particle size.

3. Fine and coarse aggregate shall not be of a carbonate-based rock.

C. Water.

1. Clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or reinforcement.

2. Meeting all requirements of ASTM C 94.

2.04 ADMIXTURES

A. Air Entrainment: ASTM C 260.

B. Chemical Admixture:

1. Do not use chemical admixtures which contain more than 0.1 percent chloride, by weight.

2. Admixtures shall be compatible with each other.

3. Allowable chemical admixtures:

a. ASTM C 494, Type A, D, F, G, or S.

b. ASTM C1017, Type I or II.

c. ASTM C494, Type C and E, provided they do not contain chloride.

C. Hydration Control: MasterSet, as manufactured by Master Builders Solutions, or approved equal.

D. Specialized chemical admixtures

1. If the Contractor has not previously used a specialized chemical admixture, admixture manufacturer shall provide on-site representative to assist with mix design and to trial batch plant personnel in dispensing and mixing operations.

2. Chemical and Drying Shrinkage Reducing Admixture

a. PREVent-C manufactured by Premier Magnesia, Construction Products

Group. www.premiercpg.com, or approved equal with the following essential characteristics:

i. Designed to facilitate expansion of concrete at essentially the same rate as shrinkage during curing period.

ii. Designed to reduce capillary surface tension of pore water.

iii. Provides at least 60% shrinkage reduction.

iv. Formulated for use in freezing weather.

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v. Mortar and concrete under restrained shrinkage test, ASTM C1581: No cracking for a minimum 90 days.

b. Coordinate with manufacturer regarding dosage.

2.05 CONCRETE MIX DESIGN

A. Mix concrete in accordance with ASTM C 94.

B. Provide cast-in-place concrete with the following characteristics:

1. Compressive Strength, when tested in accordance with ASTM C39/C39M at 28 days: 4,500 psi.

2. Total Air Content: 5 percent, +/- 1%, determined in accordance with ASTM C173/C173M.

3. Maximum Slump: 4 inches, ± 1 inch.

4. Maximum Aggregate Size: 3/4 inch.

2.06 CURING MATERIALS

A. Polyethylene Film: ASTM D2103, 6 mil thick, clear.

B. Water: Potable, not detrimental to concrete.

C. Liquid curing materials are not acceptable unless approved by the COR.

3.01 GENERAL

A. Place concrete in general conformance with ACI 301, ACI 304.2R, and ACI 314.2R.

3.02 EXAMINATION

A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.03 PREPARATION

A. Formwork: Comply with requirements of ACI 301. Design and fabricate forms to support all applied loads until concrete is cured, and for easy removal without damage to concrete.

B. Pre-position reinforcement in advance of concrete pours.

C. Anchoring Reinforcement Dowels into Existing Concrete

1. Drill holes for each dowel to the size and depth indicated on the Drawings with carbide tip bit or star bit. Core drilling will not be permitted. Do not drill into or

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October 2021 cut or otherwise damage existing reinforcement bars. If existing reinforcement bars are encountered during the drilling operation, relocate the hole to clear the existing reinforcement as directed by Contracting Officer’s Representative.

2. Blow clean each finished hole with an oil free air jet and then flush with a jet of clean water.

3. Immediately prior to the epoxy adhesive grouting operation, remove all water from the hole and from the walls of the hole.

4. Mix and place the epoxy adhesive completely around the dowel bar in strict accordance with the manufacturer's recommendations, with particular attention given to manufacturer's specified time limit within which the material must be placed after mixing. Do not retemper epoxy adhesive grout that has begun to stiffen; discard such material.

3.04 CONCRETE DELIVERY TIME LIMIT

A. The Contractor shall have the capability to deliver the structural concrete to the site within 90 minutes from the time water is added into the concrete mix at the batching plant.

3.05 PLACING CONCRETE

A. Place concrete in accordance with ACI 304R.

B. Notify Government not less than 7 days prior to commencement of placement operations.

C. Ensure reinforcement will not be disturbed during concrete placement.

D. Concrete shall not be placed when the ambient temperature drops below 40°F until provisions and procedures for cold weather concreting are implemented. During periods of cold weather, as defined by ACI 306.1, the Contractor will only be allowed to place concrete in accordance with the approved cold-weather placement plan.

Concrete may not be placed during heavy rain (more than 0.3 inch per hour or 0.03 inch in 6 minutes as defined by the Weather Bureau Glossary of Meteorology). If unusual adverse weather such as heavy rain, severe cold, heavy snow, etc. occurs, or is forecast to occur during placement, an interruption in placing operations may be approved or directed. All placed concrete materials shall be fully consolidated prior to stopping work. The Contractor should allow for any construction schedule risk and added expense that could occur as a result of adverse weather, and shall receive no additional compensation because of weather delays.

E. Concrete temperature at the time of placement shall be between 50°F and 90°F.

Concrete which does not meet this temperature requirement shall be rejected.

Rejected concrete shall not be paid for.

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F. Conveying

1. Handle concrete from mixer to final deposit rapidly by methods which will prevent segregation or loss of ingredients to maintain required quality of concrete.

2. Do not convey concrete through aluminum or aluminum alloy.

3. Do not place concrete by pumps or other similar devices without prior written approval of Contracting Officer’s Representative.

4. Placing concrete by pumping methods shall conform to the applicable requirements of ACI 304R, Chapter 9, and ACI 304.2R.

5. Concrete shall be placed within 1-1/2 hours of introduction of water to the cement and aggregates at the batching plant. Do not add water to the concrete mix at the site.

G. Depositing

1. Do not drop concrete freely where reinforcing will cause segregation, nor more than four (4) feet.

2. Do not allow concrete to flow laterally more than three feet.

3. Place concrete at such a rate that concrete which is being integrated with fresh concrete is still plastic.

4. Do not deposit concrete on concrete which has hardened sufficiently to cause the formation of seams or planes of weakness within sections.

5. Do not use concrete which has partially hardened or has been contaminated by foreign materials.

6. Do not subject concrete to procedures which will cause segregation.

7. Do not place concrete in forms containing standing water.

8. Do not bend reinforcement out of position when placing concrete.

9. Maintain concrete cover around reinforcing as indicated on the Drawings and in accordance with ACI 318.

10. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the Contracting Officer's Representative immediately upon discovery of honeycombs or embedded debris in the concrete.

H. Consolidation

1. Care should be taken to use proper vibration methods. Immersion-type vibrators should be used if there is suitable access. If not, this type of vibrator can sometimes be effectively used on the outside of the forms for smaller repairs.

Form vibrators should also be considered. Form vibrators can be used to good advantage on forms for large inaccessible repairs, especially on a one-piece back form, or they can be attached to large metal fittings such as hinge base castings. If self-consolidating concrete is used, vibration is likely not needed or advised.

2. Vibrate concrete until concrete has been consolidated to maximum practical density, is free from pockets of coarse aggregate, and closes snugly against surfaces of forms and embedded materials.

3. Use vibration equipment of internal type and not the type attached to forms and reinforcement.

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4. Use vibrators capable of transmitting vibration to concrete in frequencies sufficient to provide satisfactory consolidation.

5. Do not leave vibrators in one spot long enough to cause segregation. Remove concrete segregated by vibrator operation.

6. Do not use vibrators to spread concrete.

7. Have sufficient reserve vibration equipment to guard against shutdown of work occasioned by failure of equipment in operation.

3.06 FINISHING

A. Repair surface defects, including tie holes, immediately after removing formwork.

B. Finish top of ramp concrete with a 1" x 1" troweled V-groove angled surface, 60 degrees to longitudinal axis of ramp travel direction.

3.07 CURING AND PROTECTION

A. Comply with requirements of ACI 308R. Immediately after placement, protect concrete from premature drying, excessively cold temperatures, and mechanical injury.

1. Follow ACI 306R for cold weather requirements.

B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

1. Normal concrete: Not less than 7 days.

3.08 FIELD QUAILITY CONTROL

A. An independent testing agency will perform field quality control tests, as specified in

Section 01-40-00. Included in cost of Construction Work.

B. Provide free access to concrete operations at project site and cooperate with appointed firm.

C. Compressive Strength Tests: ASTM C39/C39M. For each test, mold and cure three concrete test cylinders. Obtain test samples for every 100 cubic yards or less of each class of concrete placed.

D. Take one additional test cylinder during cold weather concreting, cured on job site under same conditions as concrete it represents.

E. Perform one slump test for each set of test cylinders taken, following procedures of

ASTM C143/C143M.

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F. Perform air entranment test with each set of cylinders taken, follow procedures of

ASTM C173/C173M.

3.09 DEFECTIVE CONCRETE

A. Test Results: The testing agency shall report test results in writing to Government and

Contractor within 24 hours of test.

B. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

3.10 PROTECTION

A. Do not permit traffic over unprotected concrete surface until fully cured.

A. Compensation to the Contractor for all costs associated with placement of cast-in-place concrete as shown on the Drawings shall be made at the lump sum price in the Bid Schedule for Cast-in-Place Concrete. Includes all labor, material, and equipment required for placement of the cast-in-place concrete, including formwork and concrete as shown on the Drawings.

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SECTION 31 00 00

EARTHWORK

A. The work specified herein consists of stripping, excavating, and furnishing and placing geotextile, riprap, riprap bedding, and CA 10 within limits specified or indicated on Drawings.

1.02 REFERENCES

A. ASTM (American Society for Testing and Materials)

1. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

2. ASTM D 422: Test method for particle-size analysis of soils.

3. ASTM D 4318: Test method for liquid limit, plastic limit, and plasticity index of soil.

4. ASTM D 854: Test method for specific gravity of soils.

5. ASTM D 1556: Test method for density and unit weight of soil in place by the

Sand-cone method.

6. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in

Place by the Rubber Balloon Method.

7. ASTM D 2922: Test methods for density of soil and soil-Aggregate in place by nuclear methods (shallow depth).

8. ASTM D 3017: Test method for water content of soil and rock in place by nuclear methods (shallow depth).

9. ASTM D 698: Test method for moisture-density relations of soils and soil-

Aggregate mixtures using 5.5-lb (2.49 kg) hammer and 12-in. (305 mm) drop.

10. ASTM D 2216: Test method for laboratory determination of water (moisture) content of soil and rock.

11. ASTM D 2488: Standard practice for description and identification of soils

(visual-manual procedure).

B. Standard Specifications for Road and Bridge Construction, Illinois Department of Transportation, adopted April 1, 2016.

C. Supplemental Specifications and Recurring Special Provisions, Illinois Department of Transportation, adopted January 1, 2021.

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1.03 DEFINITIONS

A. Unclassified Excavation: Excavation for this Project shall be considered unclassified and shall include all types of earth and soil, any pebbles, boulders and bedrock. All such materials encountered which are identified by this paragraph as unclassified shall be removed to the required widths and depths to create a finished product as shown and/or noted on the Drawings and as written in the specifications. No additional compensation shall be made to the contractor for this unclassified excavation.

B. Subgrade: Prepared earth surfaces where on or over additional materials are placed or work is performed.

C. Stripping: Removing all topsoil, grass and weeds.

1.04 SUBMITTALS

A. Material Sources: Submit the source(s) from which imported materials. Furnish a certification that the materials meet the Specifications.

B. Compaction Density Test Reports.

2.01 MATERIALS

A. General: All materials to be free of topsoil, plant life, lumber, metal, refuse, coal waste, slag, and cinders.

B. Riprap

1. Riprap shall be well-graded, quarried sound, angular and durable natural rock meeting the soundness, shape, and durability requirements of Illinois Standard Specification for Road and Bridge Construction, Section 1005.

2. Riprap that is to be imported from an offsite source shall be RR 3 as specified in the Illinois Standard Specifications for Road and Bridge Construction, Section 1005.

C. Riprap Bedding

1. Shall be RR 1 bedding material as specified in the Illinois Standard Specifications for Road and Bridge Construction, Section 1005.

D. Geotextile Fabric

1. Filter Fabric conforming to Illinois Standard Specifications for Road and Bridge Construction, Section 1080.02. In addition to the Illinois Standard Specification requirements, the geotextile shall have an apparent Opening Size Sieve No.

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October 2021 greater than #70 with a minimum abrasion resistance of 40 pounds according to ASTM-D1175 and D 1682.

E. IDOT CA 10

1. Shall be CA 10 aggregate as specified in the Illinois Standard Specifications for

Road and Bridge Construction.

3.01 PREPARATION

A. Identify required excavation lines, levels, contours, and datum, as shown on the

Drawings. Perform field surveys and staking as required to control the Work.

3.02 STRIPPING

A. Stripping consists of segregating approved topsoil encountered during excavation and stockpiling it for future use.

3.03 EXCAVATION

A. Excavate to the lines and grades as shown on the Drawings and as necessary to accomplish the Work. Take all necessary precautions to preserve the material below and beyond the established lines of all…